A2-4_Geotechnical_Data_Report.pdf

17800 Newhope Street, Suite B, Fountain Valley, California 92708 Tel: (714) 751-3826 Fax: (714) 751-3928

Earth Mechanics, Inc.

Geotechnical & Earthquake Engineering

January 1

PBI/CYS

1180 Iron Sacramen

Attention

Subject:

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� Earth Mechanics, Inc.

Geotechnical & Earthquake Engineering

� GEOTECHNICAL DATA REPORT

REPLACE/UPGRADE PIER 2 PROJECT

MILITARY OCEAN TERMINAL CONCORD (MOTCO), CONCORD, CALIFORNIA

Prepared for:

PBI/CYS Civil & Structural Consultants, Inc.

1180 Iron Point Road, Ste. 260

Sacramento, CA 95814

Prepared By:

Earth Mechanics, Inc.

17800 Newhope Street, Suite B

Fountain Valley, California 92708

EMI Project No. 14-141

January 15, 2015 i

TABLE OF CONTENTS

Section Page

1.0�INTRODUCTION................................................................................................................... 1�

1.1� Purpose ........................................................................................................................... 1� 1.2� Project Description ......................................................................................................... 1� 1.3� Scope of Work ............................................................................................................... 1�

2.0�AVAILABLE SUBSURFACE DATA ................................................................................... 4�

2.1� Dames and Moore (1966) .............................................................................................. 4� 2.2� Woodward-Clyde Consultants (1978) ........................................................................... 4�

3.0�SITE-SPECIFIC FIELD INVESTIGATIONS AND LABORATORY TESTING .......... 6�

3.1� Site-Specific Field Investigations .................................................................................. 6� 3.1.1� Landside Investigation ...................................................................................... 6� 3.1.2� Over-Water Investigation .................................................................................. 7�

3.2� Laboratory Testing ......................................................................................................... 8�

4.0�LIMITATIONS ..................................................................................................................... 11�

5.0�REFERENCES ...................................................................................................................... 12�

LIST OF TABLES

Table 2-1. Available Geotechnical Exploration Details ................................................................. 5� Table 3-1. Site-Specific Soil Boring Details ................................................................................... 8�

LIST OF FIGURES

Figure 1-1. Site Location Map ........................................................................................................ 2� Figure 1-2. Proposed Project Elements ........................................................................................... 3� Figure 3-1. Site-Specific Boring Location Map ........................................................................... 10�

APPENDICES

Appendix A. Available Subsurface Data from Past Investigations Appendix B. Log of Borings from Site-Specific Investigation Appendix C. Results of Laboratory Testing on Selected Soil Samples from Site-Specific

Investigation

Earth Mechanics, Inc.

1.0 INTRODUCTION

1.1 PURPOSE

This report presents the available data from past geotechnical investigations in the vicinity of Pier 2, Military Ocean Terminal Concord (MOTCO), Concord, California and the data collected from the recent site-specific landside and over-water geotechnical investigations performed by Earth Mechanics, Inc. (EMI) for this project. The objective of this report is to collect and summarize geotechnical subsurface data in the vicinity of Pier 2, MOTCO which will be used for the future wharf and access trestles replace/upgrade project. This work was performed under a subcontract with PBI/CYS Civil & Structural Consultants, LLC team (PBI/CYS).

1.2 PROJECT DESCRIPTION

US Army Corp of Engineers (USACE) is planning to replace or upgrade the existing Pier 2 wharf and access trestles located in MOTCO, Concord, California (Figure 1-1). The existing Pier 2 Wharf is approximately 1,200 feet long and 90 feet wide and has access trestles on both, east and west sides, of the wharf. Proposed upgrades include replacement of the existing wharf, west access trestle and forklift trestle and retrofit of east access trestle. Based on the information provided by the designers, the design mudline elevation at pierhead line of the proposed wharf is -38 ft MLLW. Proposed improvements also include other miscellaneous structures such as pier operations building, light poles, redevelopment of roadway and parking area, pier workers building, and electrical substation. Various elements proposed under Pier 2 replace/upgrade project are shown in Figure 2.

1.3 SCOPE OF WORK

EMI’s scope of work, as part of data collection, for this project is as follows:

Collect and review available geotechnical information and prepare a site-specific field investigation program.

Provide necessary input to obtain permits from various agencies and authorities.

Perform site-specific landside and over-water borings and collect soil samples.

Perform laboratory tests on selected soil samples.

Prepare this data report documenting available data and results of the geotechnical field investigation and laboratory testing.

Earth Mechanics, Inc.

2.0 AVAILABLE SUBSURFACE DATA

Available subsurface information in the vicinity of the project site was obtained from the Geotechnical Reports prepared by Dames and Moore (D&M) (1966) for the Pier 2 extension project, Woodward-Clyde Consultants (WCC) (1978) for the Pier 2 approach trestle project and Harding Lawson Associates (HLA) (1995) for the Pier 3 upgrade project. These sources are briefly discussed here in the following sections.

The available soil boring details such as the borehole number, date drilled, approximate ground/mudline elevation and total depth of the borings are summarized in Table 2-1.

Approximate locations of available borings and logs of borings along with laboratory test results obtained from these reports are provided in Appendix A.

2.1 DAMES AND MOORE (1966)

In 1966, Dames and Moore performed a geotechnical investigation consisting of twenty eight borings for the MOTCO Piers 2, 3 and 4 extension projects. Seven of these borings are located within the vicinity of Pier 2.

Depths of these borings raged from 40 ft to 80 ft. Overwater borings were drilled with rotary wash equipment mounted on a barge and landside borings were drilled using a track mounted rotary wash drill rig. 2.5 inch diameter and 18 inch long thin walled Shelby tubes were used to collect soil samples in overwater borings. U-type soil sampler and piston sampler used to collect soil samples in landside borings.

2.2 WOODWARD-CLYDE CONSULTANTS (1978)

In 1978, Woodward-Clyde Consultants performed a supplemental geotechnical investigation consisting of two overwater borings and one landside boring for the Ammunition Pier Approach Trestle project near the west end of Pier 2.

Depths of these borings raged from 121 ft to 131 ft. Overwater borings were drilled with rotary wash equipment mounted on a barge and landside borings were drilled using rotary wash drill rig. Standard Penetration Test (SPT) sampler, Modified California Drive (MCD) sampler and 3 inch diameter thin walled Shelby sampler were used to collect soil samples. Soil samplers were driven using a 140 lb hammer falling 30 inches or a 275 lb down hole hammer falling 18 inches for land boring and using a 175 lb hammer falling 30 inches for overwater borings.

2.3 HARDING LAWSON ASSOCIATES (1995)

In 1995, Harding Lawson Associates performed a geotechnical investigation consisting of ten waterside borings drilled from Pier 3 wharf deck and one landside boring for the Upgrade of Ammunition Pier 3 project.

All of these borings are more than 1,500 ft away from the east end of the Pier 2 project limits.

Therefore the details and data from the HLA, 1995 report are not included in this report.

Table 2-1. Available Geotechnical Exploration Details

Boring Date Drilled

Approx.

Ground/mudline

El. (MLLW) (feet)

Approx. Depth Below

Ground/mudline (feet)

Performed By

DM-1 03-05-66 -29.5 60

Dames & Moore

DM-P-2 03-05-66 -34.5 50

DM-3 03-25-66 -33.5 60

DM-P-4 03-03-66 -9.0 60

DM-5 03-01-66 /

03-02-66 -1.0 80

DM-P-6 03-04-66 /

03-05-66 -0.5 80

DM-7 02-23-66 +9.0 40

WC-5 11-06-78 /

11-07-78 +10.8 131

Woodward Clyde

Consultants

WC-6

11-22-78 / 11-25-78 / 11-26-78

-15.5 123

WC-7 11-27-78 /

11-28-78 -15.5 121

3.0 SITE-SPECIFIC FIELD INVESTIGATIONS AND LABORATORY TESTING

3.1 SITE-SPECIFIC FIELD INVESTIGATIONS

After reviewing the available geotechnical information, a site-specific geotechnical investigation program was planned and performed by EMI to supplement the available data. The site-specific investigation consisted of seven rotary wash borings on waterside and four rotary wash borings, two hollow-stem auger borings and a hand auger boring on landside. EMI obtained Contra Costa County permit and notified DigAlert. All other necessary permits and clearances to perform the geotechnical investigations were obtained by USACE and PBI/CYS team.

All the geotechnical explorations locations were cleared for Munitions and Explosives of Concerns (MEC) by Unitek Environmental Guam, Inc. (UEG) before the geotechnical investigation program. For the landside explorations locations, UEG performed a 3 inch diameter and 6 ft deep pilot hole to clear for MEC and soil borings were performed within 12 inch distance from the pilot hole. For waterside explorations locations a 70 ft by 50 ft rectangular area was cleared by a UEG dive team using a geophysical device and a GPS locator utilized underwater. Overwater borings were performed within the rectangular area cleared by UEG.

Gregg Drilling and Testing Inc. (Gregg) performed both waterside and landside soil borings under a subcontract with EMI. During the boring operations an EMI representative observed the drilling operations, logged the borehole, visually classified the soil samples, and collected soil samples for laboratory testing. After completion of each waterside boring the boreholes were backfilled with bentonite grout. On landside, the boreholes were backfilled with cement bentonite grout and the ground surface was restored.

The site-specific soil boring details such as borehole number, date drilled, approximate easting and northing, approximate ground/mudline elevation and total depth of the borings are summarized in Table 3-1. Approximate locations of Borings are shown in Figure 3-1. The boring locations (northings and eastings) are based on approximate GPS measurements. Ground elevations of landside borings are based on contour maps and mudline elevations of waterside borings were estimated from water depth measurements and tide charts. Logs of Borings are provided in Appendix B.

3.1.1 Landside Investigation

Rotary Wash Borings: Four rotary wash borings (identified as 14LR-1 through 14LR-4) were drilled on landside from November 18, 2014 through November 21, 2014 using a truck mounted Mobile B80 drill rig. Depths of these borings ranged between 50 ft and 80 ft below ground. Soil samples were collected generally at 5 feet vertical intervals or if there is change in soil type by means of thin-wall Shelby tube and split-spoon drive samplers. Thin wall Shelby tubes (2.9 inch ID, 3.0 inch OD) were pushed into soft soils by means of hydraulic pressure to collect undisturbed samples. Split-spoon drive samplers, SPT sampler and the MCD sampler, were used to collect disturbed and relatively undisturbed samples, respectively. The MCD is a split-barrel sampler with a tapered cutting tip and lined with a series of 1 inch tall brass rings. The SPT sampler (1.4 inch ID) and MCD sampler (2.4 inch ID, 3.25 inch OD) were driven using a 140 pound hammer falling 30 inches down a total depth of 18 inches or until refusal. The number of blows for the final 12 inches or shorter of driving was recorded on the boring logs.

Hollow-Stem Auger Borings: On November 21, 2014 two hollow-stem auger borings (14LH-1 and 14LH-3) were drilled using the same equipment used for the rotary wash borings. Hollow-stem auger borings was drilled down to 10 ft depth below ground. From hollow-stem auger borings bulk samples of near-surface (subgrade) soils were collected to determine their R-value, CBR value and maximum density. In addition, SPT and MCD samplers were used to collect soil samples from deeper depths.

Hand Auger Boring: Because of difficulties encountered in accessing the borehole location 14LH-2 due to heavy rain, hand auger was performed at this location and bulk samples of near-surface (subgrade) soils were collected.

No project-specific hammer energy measurement was made on the automatic hammer used for the landside borings; however from Gregg’s past energy measurements on this hammer, a hammer energy efficiency value of 79% is considered appropriate.

3.1.2 Over-Water Investigation

The overwater explorations were performed from a small drill vessel “Quin Delta” operated by Gregg. The “Quin Delta” drill vessel, 110 feet long and 28 feet wide, is a self-propelled ocean-going vessel. It was specially engineered and designed with 80-foot spuds that can be used for stable anchoring in waters up to 70-feet deep. The drilling vessel was maneuvered to the position over the testing location by using Digital Global Positioning System (DGPS).

Seven overwater borings (identified as 14WR-1 through 14WR-6 and 14WR-1A) were performed by Gregg between December 8 and 12, 2013. Borings were drilled using Mobile B- 80/22 mud rotary drill rig equipped with a 5.5-inch diameter rotary-wash bit. Depths of these borings ranged from 26 feet to 92 feet below mudline. Soil samples were collected generally at

2.5 feet vertical intervals at shallower depths and at 5 feet or 10 feet vertical intervals at deeper depths by means of thin-wall Shelby tube and split-spoon drive samplers. Thin wall Shelby tubes (2.9 inch ID, 3.0 inch OD) were pushed into soft soils to collect undisturbed samples. Split-spoon drive samplers, Standard Penetration Test (SPT) sampler and the Modified California Drive (MCD) sampler, were used to collect disturbed and relatively undisturbed samples, respectively. The MCD is a split-barrel sampler with a tapered cutting tip and lined with a series of 1 inch tall brass rings. The SPT sampler (1.4 inch ID) and MCD sampler (2.4 inch ID, 3.25 inch OD) were driven using a 140 pound hammer falling 30 inches down a total depth of 18 inches or until refusal. The number of blows for the final 12 inches or shorter of driving was recorded on the boring logs.

No project-specific hammer energy measurement was made on the automatic hammer used for the overwater borings; however from Gregg’s past energy measurements on this hammer, a hammer energy efficiency value of 80% is considered appropriate.

Table 3-1. Site-Specific Soil Boring Details

Boring Date Performed

Approximate Coordinates (feet)1, 2

Drilling Method

Approximate Ground/

Mudline El.

(feet MLLW)

Approximate Termination Depth Below

Ground/ Mudline

(feet)

Northing Easting

14LH-2 11-21-2014 2,210,961 6,122,534

Hand Auger Boring

+103 3

14LH-1 11-21-2014 2,211,060 6,121,500

Landside Hollow-

Stem Auger Boring

+93 11.5

14LH-3 11-21-2014 2,211,079 6,123,049 +113 11.5

14LR-1 11-18-2014 2,211,056 6,121,335

Landside Rotary Wash

Boring

+113 81.3

14LR-2 11-19-2014 2,211,076 6,122,152 +93 81.5

14LR-3 11-20-2014 2,211,042 6,123,509 +123 81.5

14LR-4 11-21-2014 2,210,987 6,122,202 +93 51.5

14WR-1 12-08-2014 2,211,451 6,121,728,

Overwater Rotary Wash

Boring

-15.64 88.1

14WR-1A 12-12-2014 2,211,443 6,121,728 -11.74 26.0

14WR-2 12-08-2014

&12-09-2014 2,211,534 6,122,060 -35.54 84.5

14WR-3 12-09-2014 2,211,588 6,122,483 -37.24 89.1

14WR-4 12-12-2014 2,211,640 6,122,908 -40.64 83.4

14WR-5 12-10-2014 2,211,656 6,123,337 -37.44 80.2

14WR-6 12-10-2014 2,211,580 6,123,743 -3.74 92.4

Notes:

1 California State Plane NAD 83 Coordinate system.

2 Coordinate are based on GPS measurements and are approximate.

3 Landside elevations are based on contour map.

4 Waterside elevations were estimated from tide charts and water depth measurements.

3.2 LABORATORY TESTING

The laboratory tests were conducted by EMI Laboratory and EGLAB Inc., on selected soil samples in general accordance with American Society for Testing and Materials (ASTM, 2013) standards or California Test Methods. Following laboratory tests were conducted to determine relevant physical and engineering characteristics and classification properties on selected soil samples:

� Visual Soil Classification (ASTM D2488) � In-Situ Moisture and Density (ASTM D2937, ASTM D2216)

� No. 200 Wash (ASTM D-1140) � Sieve and Hydrometer Analysis (ASTM D422) � Atterberg Limits (ASTM D4318) � Unconsolidated Undrained Triaxial (ASTM D2850) � Consolidation Test (ASTM D2435) � Compaction Test (ASTM D1557) � R-Value Testing (ASTM D2844) � California Bearing Ratio (CBR) Test (ASTM D1883) � Soil Corrosivity (California Test 532, 643, 417, and 422)

The information obtained from first five tests is used for soil type identification. Unconsolidated undrained triaxial tests and consolidation tests are performed to obtain the behavior of the in-situ soil under loading conditions. R-value and CBR tests are used to evaluate the subgrade soil conditions for pavement design purposes. Soil corrosivity test is performed to determine the corrosive potential of the subsurface materials.

The test results are provided in Appendix C. The distribution of tests, in-situ moisture content, and dry density test results are noted on the boring logs provided in Appendix B.

4.0 LIMITATIONS

This data report has been prepared for the subject project in accordance with generally accepted geotechnical engineering practices common to the local area. No other warranty, expressed or implied, is made. The data contained in this report are based on the available information and site-specific field investigation and laboratory testing conducted on selected samples collected from the field investigation and is intended for use only for the project described. The results of the field investigation indicate subsurface conditions only at the specific locations and times, and only to the depths penetrated. They do not necessarily reflect strata variations that may exist between such locations.

5.0 REFERENCES

American Society for Testing and Materials (ASTM), 2014, Annual Book of Standards, Soil and Rock, Vol. 04.08.

Dames and Moore, 1966, “Soils Investigation, Extensions to Piers 2, 3 and 4, US Naval Weapons Station, Concord California, for the US Navy”, April 15.

Harding Lawson Associates, 1995, “Geotechnical Investigation, Upgrade of Ammunition Pier 3, Naval Weapons Station, Concord, California”, August 4.

Woodward-Clyde Consultants, 1978, “Supplemental Geotechnical Investigation, Ammunition Pier Approach Trestle, Naval Weapons Station, Concord, California”, December 10.

Appendix A

Available Subsurface Data From Past Investigations

Dames and Moore (1966)

Woodward-Clyde Consultants (1978)

Appendix B

Logs of Borings from Site-Specific Investigation

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

CBR, CP, PI, R, WA

D-1 B-0

S-2

D-3

4" Asphalt concrete and 24" Aggregate Base.

CLAYEY SAND (SC); medium dense; yellowish brown; moist; about 55% fine SAND; about 45% medium plasticity fines.

Lean CLAY (CL); stiff; yellowish brown; moist; trace fine SAND; low plasticity fines.

Very soft; encountered some SITY SAND at top.

Bottom of borehole at 11.5 ft bgs

11-21-14

8"

11.5 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80

Driller:

Type of Rig:

Hammer Data:

CP

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 79%

Logged By:

LOG OF BORING NO. 14LH-1

Groundwater Reading:8.3 ft on 11-21-14

SHEET 1 of 1

+9 ft

Northing: 2,211,060, Easting: 6,121,500

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st ur e

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

PI, R, WA

B-0

CLAYEY SAND (SC); yellowish brown; moist; about 61% fine SAND; about 39% medium plasticity fines.

Bottom of borehole at 3.0 ft bgs

11-21-14

4"

3.0 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Hand Auger

Driller:

Type of Rig:

Hammer Data:

CP

Comments:

Logged By:

LOG OF BORING NO. 14LH-2

Groundwater Reading:Not Encountered

SHEET 1 of 1

+10 ft

Northing: 2,210,961, Easting: 6,122,534

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

CR

WA

D-1 B-0

S-2

D-

5" Asphalt concrete and 22" Aggregate Base.

CLAYEY SAND (SC); medium dense; yellowish brown; moist; about 24% GRAVEL; about 47% fine SAND; about 29% low plasticity fines.

Loose; dark gray.

Lean CLAY (CL); medium stiff; dark gray; moist; trace fine SAND; low plasticity fines.

Lean CLAY with GRAVEL (CL); stiff; dark gray; wet; little GRAVEL; few fine SAND; low plasticity fines.

Bottom of borehole at 11.5 ft bgs

11-21-14

8"

11.5 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80

Driller:

Type of Rig:

Hammer Data:

CP

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 79%

Logged By:

LOG OF BORING NO. 14LH-3

Groundwater Reading:8.7 ft on 11-21-14

SHEET 1 of 1

+11 ft

Northing: 2,211,079, Easting: 6,123,049

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

PI, WA

UU

D-1

S-2

D-3

S-4

4" Asphalt concrete and 24" Aggregate Base.

SILTY SAND (SM); dark gray; moist to wet; medium to fine SAND; nonplastic fines; trace mica.

No recovery.

ORGANIC elastic SILT (OH); very soft to soft; dark gray; wet; about 5% fine SAND; about 95% high plasticity fines; few tree roots.

Elastic SILT (MH); soft; gray; wet; trace fine SAND; high plasticity fines; trace organic material.

Very stiff.

11-18-14

5"

81.3 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80

Driller:

Type of Rig:

Hammer Data:

CP

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 79%

Logged By:

LOG OF BORING NO. 14LR-1

Groundwater Reading:Not Measured

SHEET 1 of 1

+11 ft

Northing: 2,211,056, Easting: 6,121,335

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

PI, UU, PA

PI, WA

D-5

S-6

D-7

S-8

D-9

S-10

CLAYEY SAND (SC); medium dense; olive; moist to wet; about 53% fine SAND; about 47% low plasticity fines.

Fat CLAY (CH); very stiff to hard; olive; moist; trace fine SAND; high plasticity fines; trace caliche.

About 2% fine SAND; about 98% high plasticity fines.

Lean CLAY with SAND (CL); hard; yellowish brown; moist; fine SAND; medium plasticity fines;

trace caliche.

Lean CLAY (CL); very stiff to hard; yellowish brown; moist; about 12% fine SAND; about 88% medium plasticity fines; trace mica.

Olive brown.

Date Drilled: 11-18-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-1

SHEET 2 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

WA

D-11

S-12

D-13

S-14

D-15

Lean CLAY (CL) (continued).

SILTY SAND (SM); very dense; olive brown; moist to wet; fine SAND; nonplastic fines; trace mica.

About 68% fine SAND; about 32% nonplastic fines.

Olive brown to dark brown.

28 98

Date Drilled: 11-18-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-1

SHEET 3 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

100/10D-16 Poorly graded SAND (SP); very dense; yellowish brown; wet; medium to fine SAND; nonplastic fines; trace mica.

Bottom of borehole at 81.3 ft bgs

Date Drilled: 11-18-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-1

SHEET 4 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

PI

C

PI

S-1

S-2

D-3

S-4

4" Asphalt concrete and 24" Aggregate Base.

SANDY SILT (ML); stiff; gray; moist; few GRAVEL; fine SAND; nonplastic fines.

SILTY SAND (SM); loose; gray; moist; medium to fine SAND; nonplastic fines; interbedded 2 " thick SILT layer; trace mica; trace seashell fragments.

ORGANIC elastic SILT (OH); soft to medium stiff; dark brown; moist; trace fine SAND; high plasticity fines.

142 31

11-19-14

5"

81.5 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80

Driller:

Type of Rig:

Hammer Data:

KK

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 79%

Logged By:

LOG OF BORING NO. 14LR-2

Groundwater Reading:9.0 ft on 11-19-14

SHEET 1 of 1

+9 ft

Northing: 2,211,076, Easting: 6,122,152

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/ push push

PI

UU

PI, WA

PI, WA

PI, PA

UU

D-5

T-6

S-7

T-8

D-9

S-10

D-11

S-12

Lean CLAY (CL); stiff to very stiff; gray; moist; trace fine SAND; medium plasticity fines.

Lean CLAY with SAND (CL); stiff; gray; moist; about 5% GRAVEL; about 20% fine SAND; about 75% medium plasticity fines; trace caliche.

No recovery.

CLAYEY SAND (SC); dense; gray; moist; about 65% medium to fine SAND; about 35% medium plasticity fines.

Fat CLAY (CH); stiff to very stiff; gray; moist; about 3% trace fine SAND; about 97% high plasticity fines; trace caliche.

Olive gray.

Date Drilled: 11-19-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-2

SHEET 2 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

D-13

S-14

S-15

Fat CLAY (CH) (continued).

Poorly graded SAND with SILT (SP-SM); very dense; gray; moist; fine SAND; nonplastic fines.

SILTY SAND (SM); dense to very dense; gray; moist; medium to fine SAND; nonplastic fines.

35 95

Date Drilled: 11-19-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-2

SHEET 3 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

64S-16

Poorly graded SAND with SILT (SP-SM); very dense; olive brown; moist; medium SAND;

nonplastic fines.

Bottom of borehole at 81.5 ft bgs

Date Drilled: 11-19-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-2

SHEET 4 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/ push

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

PI

C

PI, WA

D-1

S-2

D-3

T-4

T 5" Asphalt concrete and 22" Aggregate Base.

Fat CLAY with SAND (CH); soft; dark gray to black; wet; medium to fine SAND; high plasticity fines; trace PEAT; organic odor.

Lean CLAY (CL); very soft; dark gray; wet; trace fine SAND; low plasticity fines.

Fat CLAY (CH); soft; dark gray; wet; trace fine SAND; high plasticity fines; trace organic material;

organic odor.

SANDY lean CLAY (CL); gray; moist to wet; about 38% fine SAND; about 62% low to medium plasticity fines.

25 100

11-20-14

5"

81.5 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80

Driller:

Type of Rig:

Hammer Data:

CP

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 79%

Logged By:

LOG OF BORING NO. 14LR-3

Groundwater Reading:8.0 ft on 11-20-14

SHEET 1 of 1

+12 ft

Northing: 2,211,042, Easting: 6,123,509

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, UU

PI, WA

D-5

T-6

S-6

D-7

S-8

D-9

S-10

Lean CLAY (CL); very stiff; gray; moist; trace fine SAND; medium plasticity fines; trace caliche.

Fat CLAY (CH); stiff to very stiff; dark gray; moist; trace fine SAND; mostly high plasticity fines.

Trace caliche.

Gray; about 1% GRAVEL; about 5% fine SAND; about 94% high plasticity fines.

Olive.

Elastic SILT (MH); stiff; olive; moist; trace fine SAND; high plasticity fines.

Fat CLAY (CH); very stiff; olive gray; moist; trace fine SAND; high plasticity fines.

Date Drilled: 11-20-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-3

SHEET 2 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

WA

D-11

S-12

D-13

S-14

S-15

Fat CLAY (CH) (continued).

SILTY SAND (SM); dense to very dense; brown; moist; medium to fine SAND; nonplastic fines;

trace seashell fragments.

Lean CLAY (CL); very stiff; dark brown; moist; about 5% fine SAND; about 95% low plasticity fines.

Poorly graded SAND with SILT (SP-SM); very dense; brown; moist; coarse to medium SAND;

nonplastic fines.

Date Drilled: 11-20-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-3

SHEET 3 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

61S-16

Poorly graded SAND with SILT (SP-SM) (continued).

Coarse SAND.

Bottom of borehole at 81.5 ft bgs

Date Drilled: 11-20-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-3

SHEET 4 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/ push

Top 6 ft was cleared fro MEC and the boring was drilled next to the hole drilled for MEC clearence.

C, CR, PI

UU

S-1

D-2

D-3

T-4

D-5

A4" Asphalt concrete and 24" Aggregate Base.

No recovery.

ORGANIC elastic SILT (OH); very soft; dark gray; wet; trace fine SAND; high plasticity fines.

Lean CLAY (CL); soft; dark gray to black; wet; trace fine SAND; low to medium plasticity fines;

organic odor.

Dark gray.

Lean CLAY with SAND (CL); very stiff; gray; moist to wet; fine SAND; low to medium plasticity fines.

11-21-14

5"

51.5 ft

Grade Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80

Driller:

Type of Rig:

Hammer Data:

CP

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 79%

Logged By:

LOG OF BORING NO. 14LR-4

Groundwater Reading:9.0 ft on 11-21-14

SHEET 1 of 1

+9 ft

Northing: 2,210,987, Easting: 6,122,202

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/ push

UU

S-6

D-7

S-8

T-9

D-10

S-11

D-12

Fat CLAY (CH); very stiff; gray; moist; trace fine SAND; high plasticity fines; trace caliche.

Lean CLAY (CL); hard; gray; moist; trace fine SAND; medium plasticity fines; trace caliche.

Fat CLAY (CH); very stiff; olive gray; moist; trace fine SAND; high plasticity fines; trace caliche.

SILTY SAND (SM); dense; olive; moist to wet; fine SAND; nonplastic fines; trace mica.

Bottom of borehole at 51.5 ft bgs

18 113

Date Drilled: 11-21-14

Logged By: CP

Comments:

Hammer Energy Efficiency: 79%

(CONTINUED) LOG OF BORING NO. 14LR-4

SHEET 2 of 2

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

PI, WA

PI, UU, PA

PI, UU, WA

S-1

S-2

S-3

S-4

D-5

S-6

D-7

S-8

D-9

S-10

SILT (ML); very soft; gray; wet; low plasticity fines.

Fat CLAY (CH); very soft; gray; wet; about 6% fine SAND; about 94% high plasticity fines; trace organic material.

SILT (ML); very soft; gray; moist to wet; low plasticity fines.

SANDY lean CLAY (CL); very soft; gray; moist to wet; fine SAND; medium plasticity fines.

About 38% fine SAND; about 62% medium plasticity fines.

Lean CLAY with SAND (CL); stiff; gray; moist; about 28% fine SAND; about 72% medium plasticity fines.

Hard.

SILT with SAND (ML); very stiff; gray; moist; about 1% fine GRAVEL; about 22% fine SAND;

about 77% nonplastic to low plasticity fines; trace caliche.

SANDY lean CLAY (CL); stiff to very stiff; gray; moist; fine SAND; low plasticity fines.

12-8-14

5.5"

88.1 ft

Mudline Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80/22

Driller:

Type of Rig:

Hammer Data:

KK

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 80%

Logged By:

LOG OF BORING NO. 14WR-1

Groundwater Reading:N/A

SHEET 1 of 1

-15.6 ft

Northing: 2,211,451, Easting: 6,121,728

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, UU, WA

WA

WA

S-10

D-11

S-12

D-13

S-14

S-15

About 36% fine SAND; about 64% low plasticity fines.

Poorly graded SAND with SILT (SP-SM); medium dense to dense; gray; wet; about 92% medium to fine SAND; about 8% nonplastic fines; trace mica.

About 89% medium to fine SAND; about 11% nonplastic fines.

SILTY SAND (SM); dense; gray; wet; medium to fine SAND; nonplastic fines.

Date Drilled: 12-8-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-1

SHEET 2 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

WA

PI, WA

S-16

S-17

S-18

S-19

S-20

SILTY SAND (SM) (continued).

About 56% coarse to fine SAND; about 44% nonplastic fines.

Poorly graded SAND with SILT (SP-SM); very dense; gray; wet; coarse to medium SAND;

nonplastic fines.

Poorly graded SAND (SP); very dense; gray; wet; coarse to medium SAND; trace nonplastic fines.

Olive brown.

Lean CLAY (CL); very stiff to hard; brown to gray; moist; about 1% fine SAND; about 99% medium plasticity fines.

Date Drilled: 12-8-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-1

SHEET 3 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

46S-21

Lean CLAY (CL) (continued).

Gray.

Bottom of borehole at 88.1 ft bgs

Date Drilled: 12-8-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-1

SHEET 4 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, UU, PA

PI, UU, WA

C, PI, UU, WA

PI, WA

C, PI, UU, PA

PI, WA

D-1

D-2

D-3

D-4

D-5

D-6

D-7

D-8

D-9

D-10

Fat CLAY (CH); very soft to soft; gray; wet; trace fine SAND; high plasticity fines; trace organic material.

About 3% fine SAND; about 97% high plasticity fines.

Soft; about 12% fine SAND; about 88% high plasticity fines.

About 4% fine SAND; about 96% high plasticity fines.

PEAT (PT); very soft; dark brown to gray; wet; about 83% coarse; about 17% fines.

Lean CLAY with SAND (CL); stiff; gray; moist; about 19% fine SAND; about 81% medium plasticity fines; trace caliche.

Lean CLAY (CL); very stiff; gray; moist; about 9% fine SAND; about 91% medium plasticity fines.

12-12-14

5.5"

26.0 ft

Mudline Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80/22

Driller:

Type of Rig:

Hammer Data:

KK

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 80%

Logged By:

LOG OF BORING NO. 14WR-1A

Groundwater Reading:N/A

SHEET 1 of 1

-11.7 ft

Northing: 2,211,443, Easting: 6,121,728

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

30D-10 Lean CLAY (CL) (continued).

Bottom of borehole at 26.0 ft bgs

Date Drilled: 12-12-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-1A

SHEET 2 of 2

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

CR

PI, WA

WA

WA

S-1

S-2

S-3

S-4

S-5

S-6

D-7

S-8

Fat CLAY (CH); very soft; gray; wet; about 3% fine SAND; about 97% high plasticity fines; trace organic material.

Moist.

Lean CLAY with SAND (CL); medium stiff; about 17% fine SAND; about 83% medium plasticity fines.

Stiff.

Very stiff.

SILTY SAND (SM); loose; gray; wet; about 86% medium to fine SAND; about 14% nonplastic fines.

Dense; about 60% medium to fine SAND; about 40% nonplastic fines.

34 91

12-8-14

5.5"

84.5 ft

Mudline Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80/22

Driller:

Type of Rig:

Hammer Data:

KK

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 80%

Logged By:

LOG OF BORING NO. 14WR-2

Groundwater Reading:N/A

SHEET 1 of 1

-35.5 ft

Northing: 2,211,534, Easting: 6,122,060

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

D-9

S-10

S-11

S-12

S-13

Poorly graded SAND with SILT (SP-SM); dense; gray to dark gray; wet; coarse to medium SAND;

nonplastic fines.

Gray; medium to fine SAND; trace mica.

Poorly graded SAND (SP); dense to very dense; gray to dark gray; wet; coarse to medium SAND;

trace nonplastic fines.

Gray.

SILTY SAND (SM); dense; gray; moist; medium to fine SAND; nonplastic fines.

Date Drilled: 12-8-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-2

SHEET 2 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

S-14

S-15

D-16

S-17

Poorly graded SAND with SILT (SP-SM); very dense; olive brown; wet; coarse to medium SAND;

nonplastic fines.

Fat CLAY (CH); very stiff; olive brown to gray; moist; about 10% fine SAND; about 90% high plasticity fines.

SILTY SAND (SM); dense; olive brown; moist; medium to fine SAND; nonplastic fines.

Poorly graded SAND with SILT (SP-SM); very dense; gray; moist; medium to fine SAND;

nonplastic fines; encountered 4" thick SILT layer at top of the sampler.

Date Drilled: 12-8-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-2

SHEET 3 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

48S-18

Bottom of borehole at 84.5 ft bgs

Date Drilled: 12-8-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-2

SHEET 4 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

PI, UU, PA

PI

WA

S-1

S-2

S-3

D-4

S-5

D-6

S-7

SILT (ML); very soft; gray; wet; low plasticity fines.

Lean CLAY (CL); stiff to very stiff; gray; moist; about 2% fine SAND; about 98% medium plasticity fines.

About 100% medium plasticity fines.

SILTY SAND (SM); dense to very dense; brown; wet; medium to fine SAND; nonplastic fines.

About 1% fine GRAVEL; about 82% medium to fine SAND; about 17% nonplastic fines.

12-9-14

5.5"

89.1 ft

Mudline Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80/22

Driller:

Type of Rig:

Hammer Data:

KK

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 80%

Logged By:

LOG OF BORING NO. 14WR-3

Groundwater Reading:N/A

SHEET 1 of 1

-37.2 ft

Northing: 2,211,588, Easting: 6,122,483

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

WAS-7

S-8

S-9

S-10

S-11

S-12

SILTY SAND (SM) (continued).

Gray; trace mica.

Brown; trace seashell fragments.

Poorly graded SAND with SILT (SP-SM); very dense; gray to dark gray; wet; coarse to medium SAND; nonplastic fines; trace seashell fragments.

Poorly graded SAND (SP); very dense; gray; wet; few GRAVEL; coarse to medium SAND; trace nonplastic fines; trace seashell fragments.

Date Drilled: 12-9-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-3

SHEET 2 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

S-13

S-14

S-15

Poorly graded SAND (SP) (continued).

SILTY SAND (SM); very dense; brown; moist to wet; medium to fine SAND; nonplastic fines;

interbedded SILT layers.

Lean CLAY (CL); very stiff; gray; moist; about 3% fine SAND; about 97% low to medium plasticity fines.

Poorly graded SAND with SILT (SP-SM); very dense; gray; moist; medium to fine SAND;

nonplastic fines.

Date Drilled: 12-9-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-3

SHEET 3 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

62S-16

Bottom of borehole at 89.1 ft bgs

Date Drilled: 12-9-14

Logged By: KK

Comments:

Hammer Energy Efficiency: 80%

(CONTINUED) LOG OF BORING NO. 14WR-3

SHEET 4 of 4

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si ty

(p cf

D ep th ft)

S am pl e

T yp e

G ra ph ic

L og

Date: 1-15-15E M

I B O

R

IN

G L

O G

4-

M O

T C

O P

IE

R

_1

9.

G

P J

E M

I L

IB

R A

R Y

C A

LT

R

A N

S

2-

1.

G

LB

/1 5/

PI, WA

PI, UU, WA

WA

D-1

D-2

D-3

D-4

D-5

S-6

Fat CLAY (CH); very soft; gray; wet; about 19% fine SAND; about 81% high plasticity fines; trace organic material.

Lean CLAY with SAND (CL); stiff to very stiff; gray; moist; about 15% fine SAND; about 85% medium plasticity fines.

SILTY SAND (SM); dense to very dense; gray; wet; about 66% medium to fine SAND; about 34% nonplastic fines.

12-12-14

5.5"

83.4 ft

Mudline Elevation:

Boring Depth:

Borehole Diameter:

Date Drilled:

Gregg Drilling & Testing, Inc.

Mobile B80/22

Driller:

Type of Rig:

Hammer Data:

KK

Automatic Hammer, 140 lb weight and 30 in. drop

Comments:

Hammer Energy Efficiency: 80%

Logged By:

LOG OF BORING NO. 14WR-4

Groundwater Reading:N/A

SHEET 1 of 1

-40.6 ft

Northing: 2,211,640, Easting: 6,122,908

Project Number: 14-141

PIER 2 REPLACE/UPGRADE PROJECT, MOTCO,

CONCORD, CALIFORNIA

B lo w s/ fo ot

Test/ Remarks

Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering

(continued)

S am pl e

GEOTECHNICAL DESCRIPTION

M oi st

D ry

D en si…